Pile fixing method

Abstract

To provide a pile fixing method capable of fixing a pile to a supporting layer simply and without requiring a long construction time and without disturbing the supporting layer.SOLUTION: In a pile fixing method, a cylindrical anchor casing 14 protruding from a lower end of a steel sheet pile 12 and having an outer diameter smaller than the width of the steel sheet pile 12 is fixed to the steel sheet pile 12. In the pile fixing method, the anchor casing 14 is pressed into the ground while rotating an auger head inserted into the anchor casing 14, and the anchor casing 14 is inserted into a hole in a supporting layer excavated by an earth auger 16.SELECTED DRAWING: Figure 5

Description

[Technical field]

[0001] The present invention relates to a method for anchoring a pile. [Background technology]

[0002] Conventionally, anchors have been used to fix piles buried underground (ground) to a supporting layer such as bedrock.

[0003] For example, Patent Document 1 describes a method of driving an inclined pile into a pile at an angle. In this method, a steel pipe pile is driven into the sedimentary layer at a predetermined inclination angle until it reaches the bedrock, and then an excavator with an anchor pile attached via a chuck device is set on a drilling rod equipped with an expansion bit. The excavator is then passed through the steel pipe pile, and the bedrock is excavated following the sedimentary layer with the expansion bit, and the excavation is stopped at the required depth to push the anchor pile to the bottom of the borehole. This drilling with the expansion bit and the pushing of the anchor pile are repeated, and when the anchor pile reaches a predetermined depth in the bedrock, the anchor pile is detached from the chuck device. After that, the excavator is removed and mortar is filled through the steel pipe pile, so that the steel pipe pile and the bedrock are integrated via the anchor pile. [Prior art documents] [Patent documents]

[0004] [Patent Document 1] Japanese Patent Application Publication No. 61-221413 Summary of the Invention [Problem to be solved by the invention]

[0005] In this way, in the inclined pile driving method of Patent Document 1, drilling with an expansion bit and driving in the anchor pile are repeated until the anchor pile reaches a specified depth in the bedrock, and when the anchor pile reaches the bedrock, mortar is injected, so the process is complicated and requires a long construction time. Furthermore, the inclined pile driving method of Patent Document 1 is based on the premise that the steel pipe has a circular cross-sectional shape that is closed, and cannot be applied to piles made of steel with an open cross-sectional shape such as steel sheet piles or H-shaped steel.

[0006] In addition, when the piles are made of steel such as steel sheet piles or H-beams, in a construction method in which the steel is fixed to the supporting layer without using anchors, the diameter of the holes drilled into the supporting layer must be equal to or larger than the width of the steel. If the diameter of the holes drilled is equal to or larger than the width of the steel, the steel will be fixed to a disturbed supporting layer, so it is more preferable to fix the steel without disturbing the supporting layer.

[0007] Therefore, an object of the present invention is to provide a method for fixing piles that is simple, does not require much construction time, and can fix piles to a supporting layer without disturbing the supporting layer. [Means for solving the problem]

[0008] In one embodiment of the present invention, a method for fixing a pile involves fixing a cylindrical anchor whose outer diameter is smaller than the width of the pile to the pile so that it protrudes from its lower end, driving or pressing the pile into the ground while rotating an auger inserted into the anchor, and penetrating the anchor into a hole in the supporting layer excavated by the auger.

[0009] According to this method, the pile is driven or pressed into the ground while rotating the auger, and the anchor and the pile are buried at the same time, so that the pile can be easily fixed into the supporting layer without requiring much construction time. The pile is, for example, a shaped steel such as a steel sheet pile or an H-beam. Since the outer diameter of the anchor is smaller than the width of the pile, the auger rotates only within a range narrower than the width of the pile, and only a hole is formed in the supporting layer for penetrating the anchor. Therefore, in this method, the hole drilled in the supporting layer is the minimum size necessary to penetrate the anchor, so that the pile can be fixed into the supporting layer without disturbing the supporting layer. Since the pile is buried in the ground by driving or pressing, the rotation of the auger does not contribute to the embedding of the pile.

[0010] In the above-mentioned pile fixing method, the anchor may be fixed to the pile after an auger is inserted into the anchor. According to this method, the anchor, the pile, and the auger can be easily fixed to the device for embedding the anchor and the pile.

[0011] In the above-mentioned pile fixing method, the anchor may be fixed to the pile via a plate-shaped fixing jig. According to this method, the anchor can be fixed to piles of various shapes. The pile and the anchor can be fixed, for example, by welding the fixing jig welded to the anchor to the pile, or by fixing the fixing jig welded to the anchor to the pile with bolts, rivets, or the like. Note that the fixing jig and the pile may be connected after the fixing jig is connected to the anchor, or the fixing jig and the anchor may be connected after the fixing jig is connected to the pile.

[0012] In the above-mentioned pile fixing method, the anchor may have a notch extending in a longitudinal direction, the drilling diameter of the auger may be smaller than the outer diameter of the anchor, and the width of the notch may be reduced when the anchor penetrates into the supporting layer. According to this method, the anchor can be fixed more firmly to the supporting layer.

[0013] In the above-mentioned pile fixing method, the anchor may have a protrusion on its outer circumferential surface, the drilling diameter of the auger may be larger than the outer diameter of the anchor and smaller than the outer diameter of the anchor including the height of the protrusion, and the protrusion may bite into the supporting layer when the anchor penetrates the supporting layer. According to this method, the anchor can be fixed more firmly to the supporting layer. Effect of the Invention

[0014] According to the present invention, piles can be fixed to a supporting layer simply and without requiring a long construction time, and without disturbing the supporting layer. [Brief description of the drawings]

[0015] [Figure 1] FIG. 1 is a schematic diagram of a steel sheet pile wall constructed by the pile anchoring method of this embodiment, where (A) is a front view and (B) is a top view. [Diagram 2] FIG. 2 is a schematic diagram of an anchor casing fixed to a steel sheet pile of this embodiment, where (A) is a top view, (B) is a front view, and (C) is a side view. [Diagram 3] FIG. 3 is an external view of the contraction type anchor casing of this embodiment, where (A) is a cross-sectional view of the tip end side, and (B) is a side view of the tip end side. [Figure 4] FIG. 4 is an external view of the rib-type anchor casing of this embodiment, where (A) is a cross-sectional view of the tip end side, and (B) is a side view of the tip end side. [Diagram 5] FIG. 5 is a schematic diagram showing the flow of the pile fixing method using the press-in machine of this embodiment. [Figure 6] FIG. 6 is a schematic diagram showing the start of excavation of the supporting layer using the pile fixing method of this embodiment, in which (A) is a method in which excavation of the bedrock with an earth auger and penetration of the anchor casing are carried out simultaneously, and (B) is method B in which excavation of the bedrock with an earth auger is followed by penetration of the anchor casing. [Figure 7] FIG. 7 is a top view of an H-shaped steel beam to which two anchor casings of another embodiment are fixed. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0016] Hereinafter, an embodiment of the present invention will be described with reference to the drawings. Note that the embodiment described below shows an example of a case where the present invention is implemented, and the present invention is not limited to the specific configuration described below. In implementing the present invention, a specific configuration according to the embodiment may be appropriately adopted.

[0017] An outline of the pile fixing method of this embodiment will be described with reference to Figs. 1 and 2. Piles constructed by the pile fixing method of this embodiment are fixed to a bearing layer to form a continuous wall. In this embodiment, the piles will be described as steel sheet piles 12. Note that the piles are not limited to the steel sheet piles 12, and may be, for example, shaped steel such as H-beams. Furthermore, the piles do not necessarily have to be made of steel, and may be, for example, made of concrete.

[0018] Fig. 1 is a schematic diagram of a steel sheet pile wall 10, which is a continuous wall constructed by the pile anchoring method of this embodiment, where Fig. 1(A) is a front view and Fig. 1(B) is a top view of the steel sheet pile wall 10. Also, Fig. 2 is a schematic diagram of an anchor (hereinafter referred to as an "anchor casing") 14 fixed to a steel sheet pile 12 of this embodiment, where Fig. 2(A) is a top view, Fig. 2(B) is a front view, and Fig. 2(C) is a side view.

[0019] In the pile fixing method of this embodiment, a cylindrical anchor casing 14 with an outer diameter smaller than the width of the pile is fixed to the steel sheet pile 12 so as to protrude from the lower end, and the steel sheet pile 12 is driven or pressed into the ground (foundation) while rotating an auger head 22 provided at the tip of an auger (hereinafter referred to as an "earth auger") 16 inserted into the anchor casing 14. As an example, the steel sheet pile 12 is pressed into the ground by a pressing machine 40 (see FIG. 5).

[0020] In the pile fixing method of this embodiment, the anchor casing 14 is inserted into the hole in the supporting layer excavated by the earth auger 16 to a predetermined depth or more.

[0021] In the example of Fig. 1(A), the bearing layer is a ground with high penetration resistance such as bedrock, and the upper part of the bedrock is normal soil. The depth D shown in Fig. 1(A) is the distance from the lower end of the steel sheet pile 12 fixed in the bearing layer to the lower end of the anchor casing 14, and the lower end of the steel sheet pile 12 is driven or pressed into the ground until it is spaced a predetermined distance from the upper end of the bearing layer. In other words, the steel sheet pile 12 is not penetrated into the bearing layer.

[0022] In this manner, in the pile fixing method of this embodiment, the anchor casing 14 penetrates the bearing layer (rock in this embodiment), and the steel sheet pile 12 is fixed to the bearing layer. That is, the anchor casing 14 functions as a lock socket for the bearing layer. Note that the anchor casing 14 does not need to be provided for all the steel sheet piles 12 forming the steel sheet pile wall 10. For example, as shown in FIG. 1, the anchor casing 14 may be provided for every other steel sheet pile 12 or every few steel sheet piles 12, or the anchor casings 14 may be provided at predetermined intervals for the steel sheet piles 12 depending on the construction environment such as the state of the bearing layer.

[0023] By constructing a continuous wall with every other steel sheet pile 12 in a lock socket configuration as shown in Fig. 1, the length of the steel sheet piles 12 that are not in a lock socket configuration can be shortened, for example, and the number of steel sheet piles 12 used can be reduced. Furthermore, the steel sheet piles 12 in a lock socket configuration can shorten the length of the steel sheet piles, which corresponds to the length that was previously required to be penetrated into the supporting layer.

[0024] In this way, the pile fixing method using the anchor casing 14 of this embodiment can reduce the construction costs for constructing a continuous wall, and can shorten the construction time because the steel sheet pile 12 and the anchor casing 14 can be pressed in simultaneously.

[0025] Here, the fixed position of the anchor casing 14 in the steel sheet pile 12 is the inside of the steel sheet pile 12, as shown in Fig. 1(B) and Fig. 2. The anchor casing 14 is cylindrical and has an outer diameter smaller than the width of the steel sheet pile 12. The width of the steel sheet pile 12 corresponds to the pitch P shown in Fig. 2(A). The width of the anchor casing 14 may be slightly larger than the height H of the steel sheet pile 12.

[0026] As shown in Fig. 2, the anchor casing 14 is fixed to the steel sheet pile 12 via a fixing bracket 18, which is a plate-shaped fixing jig. By using the fixing bracket 18, the anchor casing 14 can be fixed to piles of various shapes, not limited to the steel sheet pile 12. Note that, as one example, the fixing bracket 18 has a rectangular shape that is long in the extension direction of the anchor casing 14, and the upper end of the fixing bracket 18 may be located above the upper end of the anchor casing 14, but the lower end of the fixing bracket 18 does not protrude from the lower end of the steel sheet pile 12. In addition, the fixing bracket 18 does not have to be flat as shown in Fig. 2, and is designed to have an appropriate shape according to the shape of not only the steel sheet pile 12 but also other shaped steel.

[0027] The steel sheet pile 12 and the anchor casing 14 can be fixed, for example, by welding the fixing bracket 18 welded to the anchor casing 14 to the steel sheet pile 12, or by fixing the fixing bracket 18 welded to the anchor casing 14 to the steel sheet pile 12 with bolts, rivets, or the like. The method of fixing the anchor casing 14 to the steel sheet pile 12 via the fixing bracket 18 is appropriately selected depending on the relationship between the shape of the anchor casing 14 and the shape of the steel sheet pile 12, the construction environment, and the like. In addition, when the steel sheet pile 12 is made of concrete and the fixing bracket 18 is welded to the steel sheet pile 12, a shoe made of, for example, iron is provided on the concrete steel sheet pile 12, and the shoe and the fixing bracket 18 are welded to each other.

[0028] In addition, the fixing bracket 18 and the steel sheet pile 12 may be connected after the fixing bracket 18 is connected to the anchor casing 14, or the fixing bracket 18 and the anchor casing 14 may be connected after the fixing bracket 18 is connected to the steel sheet pile 12.

[0029] As described above, the earth auger 16 is inserted into the anchor casing 14, and the steel sheet pile 12 and the anchor casing 14 are embedded in the anchor casing 14. More specifically, the auger casing 20 is positioned inside the anchor casing 14, and the auger head 22 protrudes from the tip of the anchor casing 14, and the auger head 22 rotates.

[0030] The auger head 22 attached to the tip of the earth auger 16 is expandable and contractible, and when excavating the supporting layer, the outer diameter of the auger head 22 expands to equal to or larger than the inner diameter of the anchor casing 14. On the other hand, when the earth auger 16 is inserted into the anchor casing 14, or when the earth auger 16 is pulled out from the anchor casing 14, the auger head 22 contracts to less than the inner diameter of the anchor casing 14.

[0031] Next, a configuration for more firmly fixing the anchor casing 14 to the supporting layer will be described with reference to FIGS.

[0032] FIG. 3 is an external view of a contraction type anchor casing 14A of this embodiment, where FIG. 3(A) is a cross-sectional view of the tip end side, and FIG. 3(B) is a side view of the tip end side.

[0033] As shown in Fig. 3, the contraction type anchor casing 14A has a slit 30, which is a cut extending in the longitudinal direction. When the anchor casing 14A penetrates the support layer, the width of the slit 30 shrinks. The length of the slit 30 is equal to the length by which the anchor casing 14 penetrates the support layer.

[0034] When the anchor casing 14A is used, the excavation diameter of the earth auger 16 into the supporting layer is such that the outer diameter of the anchor casing 14A is greater than the auger excavation diameter, that is, the auger excavation diameter is smaller than the outer diameter of the anchor casing 14A. As the anchor casing 14A penetrates into the supporting layer, the anchor casing 14 contracts and a circumferential force acts, so that the anchor casing 14A is firmly fixed to the supporting layer.

[0035] FIG. 4 is an external view of a rib-type anchor casing 14B of this embodiment, where FIG. 4(A) is a cross-sectional view of the tip end side, and FIG. 4(B) is a side view of the tip end side.

[0036] The anchor casing 14B has ribs 32, which are protrusions, provided on the outer circumferential surface. When the anchor casing 14B penetrates the support layer, the ribs 32 bite into the support layer. As an example, the ribs 32 shown in FIG. 4 have a trapezoidal cross-sectional shape and extend in the longitudinal direction of the anchor casing 14B. The length of the ribs 32 is equal to the length by which the anchor casing 14B penetrates the support layer. The protrusions are not limited to the ribs 32, and may be multiple cone-shaped (spike-shaped) protrusions.

[0037] When the anchor casing 14B is used, the excavation diameter of the supporting layer by the earth auger 16 has the following relationship: outer diameter of the anchor casing 14B + height of the rib 32 > auger excavation diameter > outer diameter of the anchor casing 14B. In other words, the auger excavation diameter is larger than the outer diameter of the anchor casing 14B and smaller than the outer diameter of the anchor casing 14B including the height of the rib 32. As a result, when the anchor casing 14B penetrates the supporting layer, the rib 32 bites into the hole wall of the supporting layer, so that the anchor casing 14B is firmly fixed to the supporting layer.

[0038] The use of the anchor casing 14A or the anchor casing 14B is selected depending on the hardness of the supporting layer. For example, the anchor casing 14A is used when the supporting layer is harder. On the other hand, the anchor casing 14B is used for a relatively soft supporting layer (soft ground).

[0039] 5 is a schematic diagram showing the flow of the pile fixing method using the press-in machine 40 of the present embodiment. Even if a driving machine is used instead of the press-in machine 40 to embed the steel sheet pile 12, the main flow of the pile fixing method is the same.

[0040] In the pile fixing method of this embodiment, a press-in machine 40 grasps an earth auger 16 and inserts the earth auger 16 into an anchor casing 14 installed on the ground (FIG. 5(A)). A fixing bracket 18 is connected in advance to the anchor casing 14 by welding or the like.

[0041] In order to insert the earth auger 16 into the anchor casing 14, it is necessary to stand the anchor casing 14 upright with the part where the fixing bracket 18 is connected facing upward. For this reason, if it is difficult to make the anchor casing 14 stand by itself at the construction site, a jig for standing the anchor casing 14 upright may be used. For example, an auger head replacement arm used when replacing the auger head 22 may be used as this jig. More specifically, the earth auger 16 is inserted into the anchor casing 14 placed on the auger head replacement arm. In addition, if the press-in machine 40 is provided with a sub-chuck below the main chuck that holds the earth auger 16, the sub-chuck may hold the anchor casing 14.

[0042] Next, the press-in machine 40 grips the steel sheet pile 12, aligns the steel sheet pile 12 with the anchor casing 14, and fixes the anchor casing 14 to the steel sheet pile 12 ( FIG. 5(B) ). In this manner, in the pile fixing method of the present embodiment, the earth auger 16 is inserted into the anchor casing 14, and then the anchor casing 14 is fixed to the steel sheet pile 12. This makes it possible to easily fix the steel sheet pile 12, the anchor casing 14, and the earth auger 16 to the press-in machine 40.

[0043] As described above, the steel sheet pile 12 and the anchor casing 14 are fixed to each other by connecting the steel sheet pile 12 and the fixing bracket 18 by welding, bolts, rivets, or the like.

[0044] Then, while rotating the expanded auger head 22, the press-in machine 40 presses the steel sheet pile 12 into the ground and penetrates the anchor casing 14 to a predetermined depth in the bearing layer (FIG. 5(C)). Note that although the auger head 22 rotates to guide the penetration of the anchor casing 14 into the ground and the bearing layer, the steel sheet pile 12 is buried by being pressed in by the press-in machine 40, and therefore the rotation (excavation) of the auger head 22 does not contribute to the embedding of the steel sheet pile 12 in the ground.

[0045] Here, two construction methods A and B for excavating the rock mass, which is the supporting layer, using the pile fixing method of this embodiment will be described with reference to Fig. 6. Fig. 6 is a schematic diagram showing the start of excavation of the supporting layer using the pile fixing method of this embodiment.

[0046] 6(A) shows method A, in which the rock is excavated by the earth auger 16 and the anchor casing 14 is penetrated simultaneously. Therefore, in method A, the projection length X of the earth auger 16 is shorter than the penetration length A1 of the anchor casing 14 (projection length X<penetration length A1).

[0047] A2 in Fig. 6(A) is the excavation depth required to penetrate the anchor casing 14 into the bedrock (hereinafter referred to as "required excavation depth"). The required excavation depth A2 is set to be equal to or greater than the penetration length A1. Note that in Fig. 6(A), the penetration length A1 and the required excavation depth A2 are shown in normal soil on the bedrock for convenience of illustration, but in reality, the bedrock is excavated to the required excavation depth A2 by the earth auger 16, and the anchor casing 14 is penetrated into the bedrock to the depth of the penetration length A1.

[0048] In method A, the auger head 22 rotates in this state to excavate the bedrock. Therefore, as the excavation by the auger head 22 progresses, the excavation of the bedrock and the penetration of the anchor casing 14 into the bedrock proceed simultaneously. Then, when the excavation and penetration proceed to the required excavation depth A2, the excavation by the auger head 22 ends, and the earth auger 16 is pulled out at least to the lower end of the anchor casing 14 or higher.

[0049] In this case, "pulling out" means rotating the auger head 22 in the reverse direction and pulling it out to a position where it does not protrude from the tip of the anchor casing 14, or rotating the auger head 22 in the reverse direction and pulling it out to a position where it is not located inside the anchor casing 14.

[0050] However, when the earth auger 16 is pulled out, the anchor casing 14 penetrates the bedrock only to a depth B, and does not reach the penetration length A1. For this reason, the chuck of the press-in machine 40 is lowered to press the anchor casing 14 into the bedrock so that the lower end of the anchor casing 14 reaches the penetration length A1. C in Figure 6(A) is the pressing length at this time.

[0051] Fig. 6(B) shows method B, in which the anchor casing 14 is penetrated after the rock is excavated by the earth auger 16. In method B, the projection length X of the earth auger 16 is set to be longer than the penetration length A1 of the anchor casing 14 (projection length X ≥ penetration length A1). In the example of Fig. 6(B), projection length X = penetration length A1 = required excavation depth A2.

[0052] In method B, even if the excavation by the earth auger 16 progresses, the projection length ≧ the penetration length A1, so that the excavation by the earth auger 16 reaches the required excavation depth A2 before the lower end of the anchor casing 14 reaches the surface of the bedrock, and the earth auger 16 is pulled out.

[0053] When the earth auger 16 is pulled out, the anchor casing 14 has not yet penetrated into the bedrock. For this reason, the chuck of the press-in machine 40 is lowered until the lower end of the anchor casing 14 reaches the penetration length A1, that is, until the pressing length C into the anchor casing 14 is reached.

[0054] In addition, the diameter of the hole drilled into the bearing layer by the auger head 22 is equal to or slightly smaller than the effective diameter of the anchor casing 14, so that the anchor casing 14 is securely fixed (socketed) into the bearing layer. That is, since the outer diameter of the anchor casing 14 in this embodiment is smaller than the width of the pile (the pitch P of the steel sheet piles 12), the amount of hole drilling required in the bearing layer is minimized, so that the anchor casing 14 can be penetrated into the bearing layer without disturbing the ground.

[0055] The above-mentioned steps are repeatedly performed while the press-in machine 40 moves autonomously over the existing pile 12A. Note that, in the above embodiment, the earth auger 16 is inserted into the anchor casing 14, and then the anchor casing 14 is fixed to the steel sheet pile 12, but this is not limiting, and the earth auger 16 may be inserted into the anchor casing 14 after the anchor casing 14 is fixed to the steel sheet pile 12.

[0056] Further, the anchor casing 14 may be, depending on the hardness of the supporting layer, an anchor casing 14A, an anchor casing 14B, or a simple cylindrical anchor casing 14 in which the slits 30 and the ribs 32 are not formed.

[0057] As described above, in the pile fixing method of this embodiment, the anchor casing 14, which is cylindrical so as to protrude from the lower end of the steel sheet pile 12 and has an outer diameter smaller than the width of the steel sheet pile 12, is fixed to the steel sheet pile 12. Then, in the pile fixing method, the anchor casing 14 is pressed into the ground while rotating the auger head 22 inserted into the anchor casing 14, and the anchor casing 14 is penetrated into the hole in the supporting layer excavated by the earth auger 16.

[0058] According to the pile fixing method of the present embodiment, the steel sheet pile 12 is driven or pressed in while rotating the auger head 22, and the anchor casing 14 and the steel sheet pile 12 are embedded simultaneously, so that the pile can be fixed to the supporting layer easily and without requiring much construction time.

[0059] Moreover, in the pile fixing method of this embodiment, the outer diameter of the anchor casing 14 is smaller than the width of the steel sheet pile 12, the auger head 22 rotates only within a range narrower than the width of the steel sheet pile 12, and only drill holes for penetrating the anchor casing 14 are formed in the bearing layer. Therefore, the excavation of the bearing layer by the earth auger 16 is not for penetrating the steel sheet pile 12 into the bearing layer, but for penetrating only the anchor casing 14 into the bearing layer. Therefore, in the pile fixing method of this embodiment, the drilling of the bearing layer is the minimum size required for penetrating the anchor casing 14, so that the steel sheet pile 12 can be fixed to the bearing layer without disturbing the bearing layer.

[0060] In addition, by fixing the anchor casing 14 to the undisturbed bearing layer, it is possible to obtain a larger horizontal resistance force and vertical bearing force of the steel sheet pile wall 10. In addition, since the pile fixing method of this embodiment does not disturb the bearing layer, the horizontal resistance force and vertical bearing force of the steel sheet pile wall 10 can be calculated more accurately in advance using a formula. Furthermore, the pile fixing method of this embodiment allows for easy and highly accurate evaluation of bearing force by actually measuring the penetration resistance force of the anchor casing 14.

[0061] In addition, after the anchor casing 14 has penetrated the supporting layer and the earth auger 16 has been pulled out, the anchor casing 14 may be more firmly fixed to the supporting layer, for example, by pouring concrete or mortar between the anchor casing 14 and the supporting layer.

[0062] Here, even if a shaped steel with an open cross section is inserted into the supporting layer and concrete or the like is poured in, there is a possibility that the shaped steel will not be sufficiently fixed to the supporting layer. In contrast, in the pile fixing method of this embodiment, even if the shaped steel has an open cross section, concrete or mortar is poured into the circular anchor casing 14 with a closed cross section, so that the shaped steel will be fixed more firmly to the supporting layer.

[0063] Although the present invention has been described above using the above embodiment, the technical scope of the present invention is not limited to the scope described in the above embodiment. Various modifications or improvements can be made to the above embodiment without departing from the gist of the invention, and the forms with such modifications or improvements are also included in the technical scope of the present invention.

[0064] In this embodiment, the piles to be fixed to the bearing layer are steel sheet piles 12, but the present invention is not limited to this. As shown in Fig. 7, the anchor casing 14 may be fixed to the H-shaped steel 50 and buried. In this embodiment, the anchor casing 14 is fixed to the inside of the H-shaped steel 50. One anchor casing 14 may be fixed to the H-shaped steel 50, but as shown in Fig. 7, two anchor casings 14 may be fixed to the H-shaped steel 50, and an earth auger 16 may be inserted into each anchor casing 14 to perform excavation.

[0065] In this embodiment, the pile fixing method is described as being applied to piles that form a continuous wall such as the steel sheet pile wall 10, but the present invention is not limited to this. For example, the method may be applied to a single pile that does not form a continuous wall.

[0066] In this embodiment, the pile fixing method is applied to a steel sheet pile 12 or a steel pile such as an H-shaped steel, but the present invention is not limited to this. The pile fixing method may be applied to a steel pipe having a circular cross section or a rectangular tube having a square cross section. [Explanation of symbols]

[0067] 10 Steel sheet pile wall (continuous wall) 12 Steel sheet piles (piles) 14 Anchor casing (anchor) 16 Earth Ogre (Ogre) 18 Fixing bracket (fixing jig) 22 Ogre Head (Ogre) 30 Slit 32 Rib (protrusion) 50H steel (pile)

Claims

1. A cylindrical anchor having an outer diameter smaller than the width of the pile is fixed to the pile so as to protrude from the lower end, While rotating the auger inserted into the anchor, the pile is driven or pressed into the ground, The anchor is inserted into the hole in the supporting layer excavated by the auger. Method of anchoring piles.

2. The method for fastening a pile according to claim 1 , further comprising the step of: fastening the anchor to the pile after inserting an auger into the anchor.

3. The pile fixing method according to claim 1 or 2, wherein the anchor is fixed to the pile via a plate-shaped fixing jig.

4. The anchor has a notch formed therein extending in a longitudinal direction, The drilling diameter of the auger is smaller than the outer diameter of the anchor, The method for fixing a pile according to claim 1 or 2, wherein the width of the notch of the anchor contracts when the anchor penetrates into the supporting layer.

5. The anchor has a protrusion on an outer circumferential surface, The drilling diameter of the auger is larger than the outer diameter of the anchor and smaller than the outer diameter of the anchor including the height of the protrusion, The method for fixing a pile according to claim 1 or 2, wherein the protrusion of the anchor bites into the supporting layer when the anchor penetrates the supporting layer.

Images